CN106401591A - Small-angle bottom-penetrating construction method of highway grid tunnel - Google Patents
Small-angle bottom-penetrating construction method of highway grid tunnel Download PDFInfo
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- CN106401591A CN106401591A CN201611116630.0A CN201611116630A CN106401591A CN 106401591 A CN106401591 A CN 106401591A CN 201611116630 A CN201611116630 A CN 201611116630A CN 106401591 A CN106401591 A CN 106401591A
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- 238000010276 construction Methods 0.000 title claims abstract description 80
- 238000009412 basement excavation Methods 0.000 claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 29
- 239000002689 soil Substances 0.000 claims description 8
- 238000007569 slipcasting Methods 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 238000011161 development Methods 0.000 claims description 4
- 230000005641 tunneling Effects 0.000 claims description 4
- 239000004567 concrete Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000005065 mining Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 239000011378 shotcrete Substances 0.000 claims 1
- 238000013461 design Methods 0.000 abstract description 5
- 238000010586 diagram Methods 0.000 description 7
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a small-angle bottom-penetrating construction method of a highway grid tunnel. The cross section of a tunnel is separated into a left upper area, a left lower area, a middle upper area, a middle lower area, a right upper area, and a right lower area in the vertical and horizontal directions. The construction method comprises the following steps of when the areas are excavated, excavating the middle area of the tunnel, and arranging an advance pre-support around the contour of the cross section of the tunnel before the middle area is excavated; after the middle area of the tunnel is excavated for a section of distance, excavating the areas at both sides of the tunnel from top to bottom, wherein when the area is excavated, the staggering distance is 3-5m at a working surface in the excavation process of a tunnel chamber, and the circulation excavation progress is 0.5m each time. The construction method has the advantages that the small-angle bottom-penetrating construction of the highway tunnel is realized, the normal passing of highways is guaranteed, the settlement of road pavements meets the design requirements, the site construction safety, quality and construction period goals are controllable, and the construction method can be applied to busy roads, such as airport highways.
Description
Technical field
The present invention relates to technical field of tunnel construction is and in particular to wear High Speed Grid constructing tunnel side under a kind of low-angle
Method.
Background technology
With the fast development of Chinese national economy, the construction scale in city expands rapidly, in recent years with bored tunnel shape
The engineering of formula underpass of freeways and railway gradually increases.Run busy highway, railway and have the structures such as building
When building the underground engineerings such as tunnel or underpass below thing, how to be constructed using shallow burial hidden digging.Shallow-depth-excavation tunnel is applied
During work, not only the acting on of stratum to be subject to and itself permanent load, but also train (automobile) Under Dynamic Load can be subject to.Tunnel
When closely wearing down existing road or other structures, because the reasons such as working measure is improper, geological hydrology disaster cause road surface big
Amount sedimentation is even caved in, and will result in interruption of communication, leads to huge economic loss and social influence.When tunnel with highway is in
During existing low-angle angle, tunnel now is larger with the face ratio that overlaps of highway, such as according to traditional shallow-depth-excavation tunnel
Form of construction work, the substantial amounts of sedimentation in road surface may be produced and even cave in, and when requiring the face in tunnel apart from ground
When distance is less, the possibility that above-mentioned construction method produces roadbed subsidence greatly increases.
Content of the invention
It is an object of the invention to provide wearing High Speed Grid method for tunnel construction under a kind of low-angle it is ensured that in work progress
High speed normal pass, roadbed subsidence meet design requirement.
For achieving the above object, the technical solution used in the present invention is：
Velocity tunnel construction method is worn, construction method comprises the steps under a kind of low-angle,
A, the section to tunnel carry out subregion, according to upper and lower to and left and right direction be divided into top left region, lower left region,
In upper region, in lower region, right regions and lower right area；
When B, the excavation construction in above-mentioned 6 regions, the zone line in tunnel is carried out excavating construction, in zone line first
Before excavating construction, cross section profile periphery in tunnel setting gate-type and radial direction leading pre-supporting, the digging of the zone line in tunnel
Pick construction is from top to bottom carried out；
After C, the zone line in tunnel carry out excavating construction one segment distance, start the two side areas of tunneling, tunnel
The excavation construction of 10 two side areas is from top to bottom carried out；
When D, the excavation construction in above-mentioned 6 regions, the face in each cavern's mining process staggers distance for 3～5m,
Drilling depth is excavated in circulation every time is 0.5m.
Also there is following technical characteristic in present method invention：
In described step B, in upper region when excavating the lower section entering highway, in upper region and in lower region spacing
Control in 2.5～3m, in lower region setting preliminary bracing so that in lower region form closed-loop.
In described step C, when top left region is excavated at 3m position below highway, stop to top left region, a left side
The excavation construction in lower region, and the face pneumatically placed concrete closing to top left region, lower left region.
Whne in lower region excavate be more than at 5m position apart from distance below highway when, start to proceed upper left area
Domain, the excavation construction of lower left region.
In described, upper region, top left region, right regions are excavated construction and are sequentially entered below highway.
During the cross section profile leading pre-supporting in tunnel, using the booth pipe of a diameter of 180mm, the conduit of a diameter of 42mm and
The slip casting of full section face carries out leading pre-supporting；Wherein upper left, lower-left, upper right and lower right area advance support adopt radial grouting mode
Constructed.
During the excavation construction in above-mentioned 6 regions, in upper region, top left region, right regions applied using manually carrying out excavation
Work, lower left region, in lower region, lower right area constructed using hand fit's development machine, in preliminary bracing work progress,
In the range of arch, the steel floral tube of pre-buried a diameter of 42mm is as Grouting Pipe, after preliminary bracing closure ring length is more than 5m, to first
Carry out slip casting after supporting back.
On in distance, soil outlet is reserved in region face 3m position, in lower region face reserve and slip native groove.
Compared with prior art, the technique effect that the present invention possesses is：" latticed " disconnected by being divided into tunnel cross-section
Face pattern, is realized bored tunnel sectional form " changing greatly little " purpose, is applied by each region of continuous adjustment during constructing tunnel
Work order, realizes shallow-depth-excavation tunnel to wear at a high speed simultaneously smooth insertion purpose under low-angle, carries out shallow buried covered excavation using this method
Construction at a high speed is worn it can be ensured that high speed normal pass and roadbed subsidence meet design requirement under rectangle large cross-section tunnel low-angle, existing
Field construction safety, quality and constructing aims are controlled, and this construction method can be applicable to the busy section such as Airport Expwy.
Brief description
Fig. 1 is this method " latticed " tunnel cross section figure and schematic three dimensional views；
Fig. 2 is that each pilot tunnel of this method enters Airport Expwy sequence of construction schematic diagram；
Fig. 3 is upper region excavation, supporting construction schematic diagram in this method；
Fig. 4 is lower region excavation, supporting construction schematic diagram in this method；
Fig. 5 is the top left region excavation of this method, supporting construction schematic diagram；
Fig. 6 is the lower left region excavation of this method, supporting construction schematic diagram；
Fig. 7 is the right regions excavation of this method, supporting construction schematic diagram；
Fig. 8 is the lower right area excavation of this method, supporting construction schematic diagram；
Fig. 9 is the soil outlet of this method and slips the reserved skiagraph of native groove；
Figure 10 is this method soil outlet and slips the reserved plan of native groove.
Specific embodiment
In conjunction with Fig. 1 to Figure 10, the present invention is further described：
Velocity tunnel construction method is worn, construction method comprises the steps under a kind of low-angle,
A, the section to tunnel 10 carry out subregion, according to upper and lower to and left and right direction be divided into top left region 13, lower-left
Region 14, in upper region 11, in lower region 12, right regions 15 and lower right area 16；
When B, the excavation construction in above-mentioned 6 regions, the zone line in tunnel 10 is carried out excavating construction, in mesozone first
Before construction is excavated in domain, the cross section profile periphery in tunnel 10 arranges leading pre-supporting, and the excavation of the zone line in tunnel 10 is applied
Work is from top to bottom carried out；
After C, the zone line in tunnel 10 carry out excavating construction one segment distance, start the two side areas of tunneling 10,
The excavation construction of the two side areas in tunnel 10 is from top to bottom carried out；
When D, the excavation construction in above-mentioned 6 regions, the face in each cavern's mining process staggers distance for 3～5m,
Drilling depth is excavated in circulation every time is 0.5m.
By tunnel 10 section is divided into " latticed " sectional form, realizes bored tunnel 10 sectional form and " change greatly
Little " purpose, pass through continuous adjustment each region sequence of construction in tunnel 10 work progress, realize shallow-depth-excavation tunnel with low-angle
Wear high speed smooth insertion purpose, carry out wearing under shallow buried covered excavation rectangle large cross-section tunnel 10 low-angle using this method and apply at a high speed
, it can be ensured that high speed normal pass and roadbed subsidence meet design requirement, site operation safety, quality and constructing aims are controlled for work,
This construction method can be applicable to the busy section such as Airport Expwy.
In described step B, in upper region 11 when excavating the lower section entering highway, in upper region 11 and in lower region 12
Spacing control in 2.5～3m, in lower region 12 setting preliminary bracing so that in lower region 12 formation closed-loop, wherein
Preliminary bracing adopts I20 I-steel and the construction of C25 in-network processing, lining thickness 30cm.
In described step C, when top left region 13 is excavated at 3m position below highway, stop to top left region
13rd, the excavation construction of lower left region 14, and the face pneumatically placed concrete closing to top left region 13, lower left region 14, spray coagulation
Soil thickness is 8cm, arranges reinforced mesh if necessary.
Whne in lower region 12 excavate be more than at 5m position apart from distance below highway when, start to proceed upper left area
Domain 13, the excavation construction of lower left region 14.
In described, upper region 11, top left region 13, right regions 15 are excavated construction and are sequentially entered below highway, adopt
This mode is constructed, and settlement of highway is less than design controlling value 30mm.
For guaranteeing front of tunnel heading and periphery soil stabilization before the construction of bored tunnel excavation supporting, the cross section profile in tunnel 10
During leading pre-supporting, paid in advance in advance using the booth pipe of a diameter of 180mm, the conduit of a diameter of 42mm and the slip casting of full section face
Shield it is ensured that before the construction of bored tunnel excavation supporting face and front soil stabilization it is ensured that construction safety, wherein a diameter of
Overlength booth tube pitch 0.3m of 180mm, single construction length 85m；Every construction length 3m of the conduit of a diameter of 42mm, longitudinally
Spacing 2.0m, circumferential distance 0.3m；Full-face pouring adopts a diameter of 45mm conduit to construct, conduit 1*1m quincuncial arrangement, often
Secondary construction length 20m, overlaps 5m.
During the excavation construction in above-mentioned 6 regions, in upper region 11, top left region 13, right regions 15 using manually carrying out
Excavate construction, lower left region 12, in lower region 14, lower right area 16 constructed using artificial and development machine cooperation, the initial stage props up
In shield work progress, in the range of arch the steel floral tube of pre-buried a diameter of 42mm as Grouting Pipe, when preliminary bracing closure ring is long
Degree more than after 5m, to carrying out slip casting after first supporting back it is ensured that just no empty behind.
For guaranteeing that the upper pilot tunnel earthwork is quickly transported to lower pilot tunnel, in distance on region 13 face 3m position reserve soil outlet
131, in lower region 14 face reserve and slip native groove 141, slip pilot tunnel arch springing side in native groove 141 back gauge at least retain 1m away from
From it is ensured that upper pilot tunnel bow member safety.
Claims (8)
1. wear High Speed Grid method for tunnel construction under a kind of low-angle it is characterised in that：Construction method comprises the steps,
A, the section to tunnel (10) carry out subregion, according to upper and lower to and left and right direction be divided into top left region (13), lower-left
Region (14), in upper region (11), in lower region (12), right regions (15) and lower right area (16)；
When B, the excavation construction in above-mentioned 6 regions, the zone line of tunnel (10) is carried out excavating construction, in zone line first
Before excavating construction, the cross section profile periphery in tunnel (10) arranges leading pre-supporting, the excavation of the zone line of tunnel (10)
Construction is from top to bottom carried out；
C, tunnel (10) zone line carry out excavate construction one segment distance after, start tunneling (10) two side areas,
The excavation construction of the two side areas in tunnel (10) is from top to bottom carried out；
When wearing high speed under D, tunnel low-angle, first suspend tunnel (13), (14), (15) and (16) portion and excavate, face is sprayed
Concrete enclosing, enters after main stem 5m after tunnel (12), then row tunneling (13), (14), (15) and (16) portion.
When E, the excavation construction in above-mentioned 6 regions, the face in each cavern's mining process staggers distance for 3～5m, every time
It is 0.5m that drilling depth is excavated in circulation.
2. wear High Speed Grid method for tunnel construction under low-angle according to claim 1 it is characterised in that：Described step B
In, in upper region (11) when excavating the lower section entering highway, in upper region (11) and in lower region (12) spacing control
In 2.5～3m, in lower region (12) setting preliminary bracing so that in lower region (12) formation closed-loop.
3. wear High Speed Grid method for tunnel construction under low-angle according to claim 2 it is characterised in that：Described step C
In, when top left region (13) is excavated at 3m position below highway, stop to top left region (13), lower left region (14)
Excavation construction, and to the closing of the face pneumatically placed concrete of top left region (13), lower left region (14).
4. wear High Speed Grid method for tunnel construction under low-angle according to claim 3 it is characterised in that：Lower region in treating
(12) excavate distance below entrance highway, more than when at 5m position, to start to proceed top left region (13), lower left region
(14) excavation construction.
5. wear High Speed Grid method for tunnel construction under low-angle according to claim 3 it is characterised in that：Described Zhong Shang area
Domain (11), top left region (13), right regions (15) are excavated construction and are sequentially entered below highway.
6. wear High Speed Grid method for tunnel construction under the low-angle according to 1 to 4 any one claim, its feature exists
In：During the cross section profile leading pre-supporting in tunnel (10), using the steel tube shed of a diameter of 180mm, the conduit of a diameter of 42mm and
The slip casting of full section face carries out leading pre-supporting.
7. wear High Speed Grid method for tunnel construction under low-angle according to claim 6 it is characterised in that：Above-mentioned 6 areas
During the excavation construction in domain, in upper region (11), top left region (13), right regions (15) using manually carrying out excavating construction, left
Lower region (14), in lower region (12), lower right area (16) constructed using hand fit's development machine, preliminary bracing was constructed
Cheng Zhong, in the range of arch, the steel floral tube of pre-buried a diameter of 42mm, as Grouting Pipe, is more than 5m when preliminary bracing closes ring length
Afterwards, carry out slip casting to after first supporting back.
8. wear High Speed Grid method for tunnel construction under low-angle according to claim 6 it is characterised in that：On in distance
Soil outlet (111) is reserved in region (11) face 3m position, in lower region (12) face reserve and slip native groove (121).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611116630.0A CN106401591B (en) | 2016-12-07 | 2016-12-07 | High Speed Grid method for tunnel construction is worn under low-angle |
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| CN201611116630.0A CN106401591B (en) | 2016-12-07 | 2016-12-07 | High Speed Grid method for tunnel construction is worn under low-angle |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108397210A (en) * | 2018-01-31 | 2018-08-14 | 山东大学 | A kind of supporting construction and method for tunnel reconstruction and extension project |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
| CN112195698A (en) * | 2020-09-28 | 2021-01-08 | 中国一冶集团有限公司 | Construction method for road crossing under road section with heavy traffic pressure |
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| JP2005090176A (en) * | 2003-09-19 | 2005-04-07 | Shimizu Corp | Tunnel excavating method |
| CN101666232A (en) * | 2009-09-27 | 2010-03-10 | 中铁四局集团有限公司 | Construction method of six-zone digging of super cross section tunnel |
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| CN106014449A (en) * | 2016-07-05 | 2016-10-12 | 重庆建工市政交通工程有限责任公司 | Construction method of double-track small-clear distance large-section jointed rock mass subway tunnel |
-
2016
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| JPH07127374A (en) * | 1993-11-05 | 1995-05-16 | Maeda Corp | Method for constructing tunnel |
| JP2005090176A (en) * | 2003-09-19 | 2005-04-07 | Shimizu Corp | Tunnel excavating method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108397210A (en) * | 2018-01-31 | 2018-08-14 | 山东大学 | A kind of supporting construction and method for tunnel reconstruction and extension project |
| CN108397210B (en) * | 2018-01-31 | 2024-02-27 | 山东大学 | Supporting structure and method for tunnel reconstruction and expansion engineering |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
| CN112195698A (en) * | 2020-09-28 | 2021-01-08 | 中国一冶集团有限公司 | Construction method for road crossing under road section with heavy traffic pressure |
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| CN106401591B (en) | 2018-07-06 |
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